Report - PEER - University of California, Berkeley

mid-height in the third story, at which level steel braces were connected horizontallyto the columns by high strength bolts through gusset plates. The braces served toachieve a rigid-diaphragm action in this plane, while the column rotations at the topwere permitted by the out-of-plane flexibility of the gusset plates. Two quasi-staticjacks, one in each longitudinal plane, were placed in this level, as shown in Fig.1.“South”“North”9,250750 3,700 3,500 1,3003C 1 3C 13C 1 3C 2 3C 13CG 1 3 G 23G 13G 12C 12C 12C 12C 22C 12CG 12G 22G 1 2G 11C 11C 11C 11C 21C 12,850 1,500 8,2503,9756,000 6,00012,000“North”2C 12G 1 2 C 2 2 G 1 2 C 1“South”2G 2B 12G 2B 12G 2a a a a2C 12G 1 2C 2 2 G 12 C 12CG 1B 3B 22CG 1B 3B 22CG 11,500 8,2506,000 6,00012,000ColumnAnchorboltMemberBase plateMeshSectionMemberSection (Stud bolt)1C 1 -300x9 2G 1 H-400x200x9x16 (19φ h=110 Single@200)1C 2 -300x12 2G 2 H-400x200x9x16 (19φ h=110 Single@200)2C 1 -300x9 3G 1 H-400x200x9x16 (19φ h=110 Single@200)2C 2 -300x9 3G 2 H-400x200x9x16 (19φ h=110 Single@200)3C 1 -300x12 2CG 1 H-400x200x8x13 (19φ h=110 Single@200)Beam3C 2 -300x16 3CG 1 H-400x200x8x13 (19φ h=110 Single@200)M33 B 1 H-400x200x8x13 (16φ h=110 Single@300)length=740 (110)M36 B 2 H-300x150x6.5x9 (No)50x475x475 B 3 H-200x100x5.5x8 (16φ h=110 Single@300)6φ 150x150 a H-200x100x5.5x8 (No)Unit: mmFigure 1. Plan and elevation of test structure (unit: mm).271